HOLD- 315 & 317 N Maxine St - Plan

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Be am ID: 6 Section type:Douglas Fir-Larch No.2 Section name:4x10 Fb(+)/Fb(-) (psi): 900/900 Fv (psi): 180 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 220PLF =11 x (20+20)/2 @ 0' to 11.31' Load_Roof 26.6PLF =1.33 x (20+20)/2 @ 0' to 11.31' SELF WEIGHT 7.59PLF From 0' to 11.31' Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1.2 Cfu = 1 Ci = 1 Cr = 1 CT = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 740 0 697 0 0 0 0 0 1437/0 2 740 0 697 0 0 0 0 0 1437/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)4064 5.66 5615 72 1.25 Shear (lbs)1232 11.31 4856 25 1.25 Live Deflection 0.123 5.66 0.377 33 - Total Deflection 0.253 5.66 0.566 45 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr Be am ID: 7 Section type:Douglas Fir-Larch No.2 Section name:4x10 Fb(+)/Fb(-) (psi): 900/900 Fv (psi): 180 E (psi): 1600000 Lu (ft): 3.08 Ignore shear within (d): True Repetitive member : False Applie d Loads: Wall_In 20PLF =2 x 10 @ 0' to 3.08' Load_Ceiling 180PLF =22.5 x (6+10)/2 @ 0' to 3.08' POINT supp#2 of Beam 6 @ 3ft, (D=740 Lr=697) POINT supp#1 of Beam 4 @ 3ft, (D=1310 Lr=1246) SELF WEIGHT 7.59PLF From 0' to 3.08' Point Load Location Factors: Ct = 1 Cm = 1 CL = 0.99 CF = 1.2 Cfu = 1 Ci = 1 Cr = 1 CT = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 200 0 224 0 0 0 0 0 423/0 2 2143 0 2066 0 0 0 0 0 4209/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)432 2.03 5580 8 1.25 Shear (lbs)4043 3.08 4856 83 1.25 Live Deflection 0.001 1.63 0.103 1 - Total Deflection 0.002 1.63 0.154 1 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr vG23.06.30 : : : : Com pany Project 231223 - 317 N Maxine St SA ADU Job No.231223 Plan N/A : : : : Designed T.D. Checked P.P. Date 12/28/2023 Client N/A TIC Structure Design 2023 Page 19 of 24